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Specifications (9) V '//2 l Sit) //?--X LYVER ENGINEERING AND DESIGN 7950 SE 106th, Portland, Oregon 97266 Ph: 503.705.5283 Fax: 503.482.7449 TroyL@Lyver-EAD.com www.Lyver-EAD.com Design for; Mark Stewart Medallion Meadows Lot 18 Lateral Design g Tigard, Oregon These calculations are for the design and detailing of a new SINGLE FAMILY RESIDENCE in Tigard, Oregon. We have performed the complete lateral load only for the proposed custom residence. The information contained is for the sole use of MARK STEWART to provide a new framed RESIDENCE. All other work performed by others is outside the scope of this design. � CT 0 PRO (4,txti. a , 43 O) gn. EXPIRES: 12-31-16 Job Number 15-121 April 21 , 2015 A a► I . LYVER ENGINEERING AND DESIGN 7950 SE 106th, Portland, Oregon 97266 Ph: 503.705.5283 Fax: 503.482.7449 TroyL@Lyver-EAD.corn www.Lyver-EAD.com General Information: The structural calculations contained herewith are for the new proposed single family custom residence. Mark Stewart Medallion Meadows Lot 18 Residence Lateral Design Code Used: 2014 Oregon Structural Specialty Code Design Loads: Dead Load: Roof Roofing(Arch Comp) 5.0 psf 5/8" Ply Sheathing 1.8 psf 5/8"Gypsum Board Ceiling 2.8 psf Insulation(Batt or blow-in) 1.0 psf Mechanical 1.5 psf Miscellaneous 2.9 psf TOTAL 15.0 psf Floor Flooring(linoleum/carpet/tile) 5.0 psf 3/4"T&G ply sheathing 2.3 psf 2x Joists 2.8 psf Insulation 1.0 psf 5/8" Gypsum Board Ceiling 2.8 psf Miscellaneous 2.1 psf TOTAL 15.0 psf Uve Load: Roof Ground Snow Load 25.0 psf Roof Snow Load 25.0 psf Wind Load: 100 mph(ASD) Exposure B - Simplified Wind Seismic Load: Ss=0.957&S1=0.421 (ligard,OR 97224) t S •1•r Cry+ Yowls v3C,Ci" / WM --1 1---- -1p1 r l A, ' ° I I -e 1 K I 1 1 IIII L J 6 i i i I ill N3HaU>I is 1E] O. ox INV&.7.I/M XOX OQW. O3•lWI SNViIL)i Ow/. f. 'C-t ' s :L'C-' rv•e. b41j 113eLdc) fie+^\� .. ‘ ". 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Portland, Oregon 97266 PROJECT NO. SHEET: 0 Ph:503 7705.5283 Fam 503.4B2.7449 Troy 1. 'Lyver-EAD.corn vww.Lyver-EAD.com I S-i a i 3-i ASCE 7-06(IBC 2006)WIND:BUILDING DATA: • Basic wind speed(3 sec gust)= 100 MPH . Exposure B 1 I Roof Pitch= 5.00 :12 Mean Roof Height h= 26.5 ft Importance factor L= 1,00 T-6-1 6.4 MOTHOD 1-SIMPLIFIED PROCEDURE(LOW-RISE,60 FT) Height Adjustment factor A= 1.00 Fig 6-2 -9.65G -9.81H -13.21G -8.40H -13.71E -12.63F -19.01E -10.86E 1Tit111rrrttt Iitiilttttrtt 0.22D a -1.08B 0 22.6 \ C 14.56C a III 10.49C 20.88A All forces shown in psf .125 � 15.80A H=30.9 MN NI a y J 4 a . 42 = 53 +4 1 TRANSVERSE ELEV. LONGITUDINAL ELEV. t 15.8 2a=8.4ft 10%of least dimension= 4.2 ft 1a33kips 11.2psf 40%of the eave height= 8.9 ft • 42 ft 12.74 k 4%of least dimension or 3 ft= 3.0 ft 10.49C 11.5 pat ' 53 ft ', therefore a= 4.2 ft Example:ps=A Kaip,30 (6-1) All forces shown in ps ) 88.4 Kw= 1.00 6.5.7 -A I t t i t t t t i1 horizontal load at end zone p,o= 15.8 X Fig 6-2 14.56C I 20.88A Height Adjustment factor A= 1.00 Fig 6-2 PLAN VIEW Importance factor Iw= 1.00 X 6.2 FIGURE 6.2,Main Wind Force System 15.80psf MWFRS Horizontal Loads Vertical Loads Load Roof End Zone Interior zone End Zone Interior zone Overhang Direction Angle Wall(A)1 Roof(B)Wall(C))Roof(D) WW(E) LW(F) WW(G) LW(H) ElmGmTransverse 22.6 20.88 -1.08 14.56 0.22 ' -13.71 -12.63 -9.65 -9.81 -21.30 -17.31 Longitudinal All 15.8025 -8.2716 10.4938 -4.93827 -19.01235 -10.864 -13.21 -8.3951 -26.667 I-20.8642 *If roof pressure under horizontal loads is less than zero,use zero Plus and minus signs signify pressures acting toward and away from projected surfaces,respectively. 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L_1_. __ _J__1__ -J__ _.l.J__L__ _J-_ 441.4.-1_-l_J__1I__L_--i2-1-4----3-4--1-- --1---1-4-444-1-- __ I I rF_;__1__ _4,__1__ _1--1-4_41__ __ _y__ __ -y-- __h_ __}_- __i-- _y_ -- --__+__I_ __ __ -I _ __ _ _ i_ __li__T_ f_l-_ __ _l_- - r-4_4__ 4_111- - T- r-4--4- L-I--T-_ _1 1_141__1_l_,__ - 414 _ _ _ i_ j_ --4--L-1--4-4-4--4-- _l- T- _ _ 11 _J__1__L_J--1__L_J__ __L-J__1__L_J_....I.-- _ __t__L_J__1__L_J__L__ _J__1__L-a__1__L_J-_ __L_4__1_..L-J--1__L_ __1__L_1 __1__L_1 __1-- _4__1--L_J__I__L_J__ --144__1_-L_I__L_r_ 1 1 1 1 1 >• i 11 I I I l I l r I I 1 r 1 r I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I PROJECT DESCRIPTION: METJA Lx.ro.3 v'r-Th CLIENT: 0 aMAIL K. STEJAccr LYVER ENGINEERING AND DESIGN ��; a, �,S E MI 7950 SE 106th. Portland. Oregon 97266 PROJECT NO. SHEET: PK 503 705 5 03 fm::503.482.7449 TroyL 'Lyver-EAD.corn www.lyver-EAD.com iS - 1:1 3. 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I 1 1 i 1 I 1 1 I 1 4 T 'r l J 1 L J L L J 1 T f '1 11 11 r 4 1 1 I F : 4 i i t I i T r R r 1 1 1 I I I i 1 l ' 1 I 1 1 1 1 I 1 1 I I I 1 1 1 1 1 1 J 1 L 4 : J 1 1 J 1 L J ; J 1 L J 1 L _ PROJECT: 1 ; I 1 1 1 i i : DESCRIPTION: ME1)4U To..) vLSD CiJENT: MARK• rjTEf.,'�A2T a LYVER ENGINEERING AND DESIGN °"TE: "a'"EER 7950 SE 106th. Portland, Oregon 97266 PROJECT NO. SHEET: 01 Ph:503705.5283 Fax 503.4827449 TroyL Lyver-EAD.corn vrrnr.Lyver-EAD.com 1$-i 2I 3-1a 1 IOC Shearwa0 Design -PERFORATED SPEARWALL per 2305.3.7.2 Table 2306.3.7.2 Shear Resistance Ad)ustment Factor(Co) FULL HEIGHT SHEATHING Maximum Openhm He1gM %Fug Ht 33% 5096 87% 83% 10096 24.7", ,/,/,.>,.2:/„?' / �-/i% �/ Sheathing tg3 Hl2 2lif3 5FN8 H 10% 1 0.59 0.53 0.43 0.98 } �/ %/� /�� 1 0.71 0.58 0.45 0.38 �// /�/ // 30% 1 0.74 0.69 0A9 0.42 z / �/ 40% 1 0.77 0.83 0.53 0.45 50% 1 0.8 0.87 0.57 iso% o.s / 70% 1 0.87 077 089 0.53 ` � 1F1 '� /a 80% 1 0.91 0.83 0.77 0.716, 00% 1 0.95 0.91 0.87 0.83 r �' i., �' 100% 1 1 1 1 1 WALLLENGfH.-: i ( i IV=(VicOEiJ iiiTw Or S Controls?av - THCOt Maximumvnd1Rade J 644,„ci sem=, - mirmicm ' umum main Min.width W showman: .: .. Shear'.-Height of Total Length Sum of Fun Max Opening %FUN %Max Un6 Weil of Wall Height Sheath. Height Height Opening SMS SIN Wan Enn Uall from Total Wall V H L 1b.1d Wall Above Uplift pb) (S) d0 (8) 30 Sheathing Height Co v SMrrwaN T Haidowm' (DN) TWA' pb) pb) Pb) W1 1913'' 8 ..::-42 26.75"�' 6.68::'.; 0.64 0.83 0.56 128 A 1021 W3 1,013 - 8 21.0333 . `11.58333 ; =857 0.53 0.83 05 330 B :. -:MSTiC20 W4 1675 8 412642 .Mt1TC40 WB 1 6 61 48. 857 . 0.73 0.83 0.63 53 A 667 857 ;z_. 0.95 0.83 063 20 A 3i3 ;M8TC28 = W9 4803::'. 9 ,. -483 37-5 4,17 -. 0.81 0.74 0.77 166 A 14W )IOIM tif162 6 Pe/Atafed Shearxag Notes _ .. -.. See Attached Shea rail Schedule x Sae Attached Holdown Schedule 8 Maximum Allowable Shear shall not exceed 490 pal. 4 Perforated Sharwall shag not exceed 20'In height e A perforated shearwall segment shall be located at each end of shogun!! 3- 13 SHEARWALL SCHEDULE O SHEATHING SHEAR(PLF) NAIL SIZE EDGE NAILS FIELD NAILS 80T.PLATE TOP PLATE A35 5/8"x 10" (O.C.) (0•C) NAILING(O.C.) (O.C.) A.B.(O.C.) REMARKS G1 1/2"GYPSUM,ONE SIDE 75 7d COOLER 4" 10" 16d @ 12" 6-0" G2 1/2"GYPSUM,EACH SIDE 150 7d COOLER 4" 10" 16d @ 8" 3'-O s'-a" G3 1/2"GYPSUM,ONE SIDE 88 7d COOLER 4" 10" 16d a 12" 5'-O" G4 1/2"GYPSUM,EACH SIDE 175 7d COOLER 4" 10" 16d @ 8" 2.-6" A 7/16"APA RATED,ONE SIDE 260 8d 6" 12" 16d @ 9" 2'41" 6'-0" B 7/16"APA RATED,ONE SIDE 380 8d 4" 12" 16d CO 4" 1-0" 3'-6" C 7/16"APA RATED,ONE SIDE 490 8d 3" 12" 16d 613" 0'-10" 2'-9" D 7/16"APA RATED,ONE SIDE 640 8d 2" 12" 16d @ 2" 0'-8" 2'-0" USE 3x STUDS E 7/16"APA RATED,EACH SIDE 5208d 6" 12" 16d @ 3" 0'-10" 2'-6" F 7/16"APA RATED,EACH SIDE 760 . 8d 4" 12" 16d @ 1.5" 0'-7" 1'-6" STAGGER PANEL EDGES&NAILING G 7/16"APA RATED,EACH SIDE 980 8d 3" 12" 2 ROWS: SDS 1/04 1/2®8" 0'-6" V-4" STAGGER PANEL EDGES&NAILING H 7/16"APA RATED,EACH SIDE 1280 8d 2" 12„ 3 ROWS: SDS 1/4x412 CP 8"SDS @ 0'-8" 1'-0" STAGGER PANEL EDGES&NAILING I 15/32 APA RATED,ONE SIDE 310 10d I J 15/32 APA RATED,ONE SIDE 460 — 10d 4" 12" 16d @ 3" 1'-0" 2'-6" K 15/32 APA RATED,ONE SIDE 600 10d 3" 12" 16d 0 2" 0'-9" 2'_0„ L 15/32 APA RATED,ONE SIDE 770 lad 2" 12" 18d 1.5" 0'-7" 1'-6" USE 3x STUDS M 15/32 APA RATED,EACH SIDE 620 10d " $ 12', 16d @ 2" 0'-9" 2'-0" N 15/32 APA RATED,EACH SIDE 920 10d 4" 12" 2 ROWS' 0'-6" 1'4" STAGGER PANEL EDGES&NAILING SDS 8"1/4x412@ 0 15/32 APA RATED,EACH SIDE 1200 10d 3" 12" 3 ROWS: SDS 1/4x41/2•r 8"SDS @ 0'-8" 1'-0 STAGGER PANEL EDGES&NAILING P 15/32 APA RATED,EACH SIDE 1540 lad 2" 12" 3 ROWS: SOS 1/4x412 @ 8" SEE DETAILS 0'-9" USE 3x STUDS 1. ALL PLYWOOD TO BE APA RATED CC-CD EXTERIOR SHEATHING. 2. ALL NAILS TO BE GALVANIZED BOX OR COMMON. 3. ATTACH RIM JOIST AND/OR BLOCKING TO SHEAR WALL AS INDICATED IN TABLE ABOVE. 4. ALL WALL SHEATHING TO EXTEND FULL HEIGHT OF WALL TOP PLATES TO BOTTOM PLATE. 5. ALL SHEARWALLS AND HOLD DOWNS MUST HAVE A CONTINUOUS LOAD PATH TO FOUNDATION. 6. USE SIMPSON BPS/8-3 PLATE TYPICAL AT ALL ANCHOR BOLTS. 7. ALL VALUES LISTED FOR 8d NAILING ARE FOR WALL STUDS 0 16"O.C.OR PANELS APPLIED W/LONG DIRECTION TO STUDS. 8. 3x NOMINAL FRAMING IS TO BE USED FOR SHEARWALLS WITH PLYWOOD APPLIED TO ONE SIDE WITH NAIL SPACING 2 INCHES OR LOSER AND WHEN PLYWOOD IS APPLIED TO BOTH SIDES OF THE WALL WITH NAILING APPLIED TO THE SAME MEMBER WITH A NAIL SPACING CLOSER THAN 6 INCHES ON CENTER. 9. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3x NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2-1/2"O.C.AND 2"O.C. 10. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3x NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE BOTH OF THE FOLLOWING ARE MET: (1)10d NAILS SHALL HAVE A MAX PENETRATION OF 1-1/2"AND(2)NAILS ARE SPACED 3"O.C.OR LESS. 11. WHERE BOTTOM PLATE TRANSFER IS THROUGH SIMPSON SDS SCREWS,BLOCKING SHALL BE A MINIMUM OF 2-1/2"AT(2)ROWS,1-1/2"AT(3)ROWS WITH MANUFACTURED LUMBER(MICROLLAM LVL,OR PARALLAM PSL). 12. WHERE TOP PLATE FASTENING IS LESS THAN 12"O.C,USE MINIMUM BLOCKING OF 2-1/2"MANUFACTURED LUMBER(MICROLLAM LVL,OR PARALLA PLS). HOLDOWN SCHEDULE 0SIMPSON MODEL ALLOWABLE MINIMUM LOAD(LBS.) QST FASTENERS ANCHORS THICKNESS REMARKS - 1 MSTC28 1185 2x STUD 12-16d APPLY OVER SHEATHING(A.O.S) 2 CS16 1705 2x STUD 26-8d - APPLY OVER SHEATHING,LAP 17"ABOVE&BELOW RIM 3 MSTC40 2695 (2)2x STUDS 28-16d SINKERS - APPLY OVER SHEATHING(A.O.S) 4 MST52 4235 (2)2x STUDS 44-16d SINKERS - APPLY OVER SHEATHING(A.O.S) 5 MSTC66 5860 (2)2x STUDS 64-16d SINKERS APPLY OVER SHEATHING(A.O.S) - 6 MSTC78 5860 (2)2x STUDS 76-16d SINKERS • APPLY OVER SHEATHING(A.O.S) - 7 CMST14 6490 (2)2x STUDS 76-104 APPLY OVER SHEATHING,LAP 37"ABOVE&BELOW RIM 8 CMST12 9215 (2)2x STUDS 98-104 APPLY OVER SHEATHING,LAP 48"ABOVE&BELOW RIM 9 LTT2OB 1750 2x STUD 10-16d SST816,MIN. 10 HDU2-SDS2.5 3075 (2)2x STUDS 6-SDS 1/4 x 2 1/2" SSTB16,MIN. 11 HDU4-SDS2.5 4565 (2)2x STUDS 10-SDS 1/4 x 2 1/2" SST820,MIN. 12 HDU5-SDS2.5 5645 (2)2x STUDS 14-SDS 1/4 x 2 1/2" SSTB24,MIN. 13 HDU8-SDS2.5 6970 4x POST 20-SDS 1/4 SCREWS SSTB28,MIN. 14 HDQ8-SDS3 9230 Bx POST 20-SDS 1/4 SCREWS SSTB28,MIN. 15 HDU11-SDS2.5 9535 6x POST 30-SDS 1/4 SCREWS 1"0 THREADED ROD W/DBL NUT MIN.FTG.DEPTH 14"WIDTH 30"(15"CL OF ROD) 16 HDU14-S052.5 14925 6x6 36-SDS 1/4 SCREWS 1"0 THREADED ROD W/DBL NUT MIN.FTG.DEPTH 14"WIDTH 30"(15"CL OF ROD) 1. NAILS ARE TO BE COMMON WIRE NAILS,U.N.O. 2. HARDWARE IS TO BE SIMPSON,U.N.O. 3. HOLDOWN HARDWARE CAN BE EXTENDED WITH A307 THRD ROD AND COUPLER. 4. ALIGN ALL HOLDOWNS FOR THE FULL HEIGHT OF STRUCTURE. 5. ALL HARDWARE TO BE INSTALLED PER MANUFACTURE'S SPECIFICATIONS. 6. HOLDOWN ANCHOR BOLTS ARE IN ADDITION TO TYPICAL SILL PLATE ANCHOR BOLTS. 7. EXTEND THREADED ROD TO WITHIN 3"CLEAR OF BOTTOM OF FOOTING. 8. STRAP HOLDOWNS(MSTC ETC.)LOADS ARE BASED ON FLOOR TO FLOOR CLEAR SPAN TABLES W/A CLEAR SPAN OF 18"(11 7/8-12 DEPTH). 71 :Use menu item Settings>Printing&Title Block Title Medallion Meadows Lot 18 to set these five lines of informationPage: Job# 15-121 Dsgnr. MCL Date: 23 APR 2015 • for your program. Description.... 6'Cantilevered Retaining Wall . This Wall in File:e:\Lyver Engineering115-121.Mark Stewart.Medallion Meadows Lot 181RetainPro115-12 RetainPro(c)1987-2015, Build 11.15.4.02 • License:KW-09uso980 Cantilevered Retaining Wall Design Code:IBC 2012,ACI 318-11,ACI 530-11 License To:Lowell Engineering and Design I Criteria M Soil Data I ,,,s LL,,,,,.E..r Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0 :1 Heel Active Pressure = 32.0 psf/ft r2,.. Ilik Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf ..o, FootingllSoil Friction = 0.400 . Soil height to ignore '"°" for passive pressure = 12.00 in =,d Surcharge Loads ` I r9 M Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#!ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding 8�Overturning Surchargge Over Toe = 100.p ...Height to Top = 0.00 ft Footing Width = 0.00 ft NOT Used fver Toe &Overturning ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in The above lateral load Wall to Ftg CL Dist = 0.00 ft I Axial Load Applied to Stem hi has been increased by a factor of 1.00 Footing Type Base Above/Below Soil Line Load Axial Dead Load = 445.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 555.0 lbs (Strength Level) Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary I Stem Construction M Bottom OK Wall Stability Ratios Design Height Above Ftg ft= Stern 00 . Overturning = 2.96 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Design Method = LRFD LRFD Thickness = 8.00 Total Bearing Load = 3,205 lbs Rebar Size = # 5 ...resultant ecc. = 3.33 in Rebar Spacing _ 16.00 Soil Pressure @ Toe = 1,351 psf OK Rebar Placed at = Center Design Data Soil Pressure @ Heel = 481 psf OK Allowable1,500 psf fb/FB+fa/Fa 0.502 Total Force Soil Pressure Less Than Allowable Section ACI Factored @ Toe = 1,961 psf Service Level lbs= ACI Factored rit Heel = 698 psf Strength Leve lbs= 979.2 Footing Shear it Toe = 11.2 psi OK Moment...Actual Footing Shear(Heel = 2.3 psi OK Service Level ft-#= Allowable 75.0 psi Strength Leve ft-#= 1,958.4 Sliding Caics Moment Allowable = 3,898.0 Lateral Sliding Force = 784.0 lbs Shear Actual Service Level psi= Strength Leve psi= 20.4 ShearAllowable psi= 75.0 Wall Weight psf= 100.0 Rebar Depth 'd' in= 4.00 Masonry Data fm psi= Fs psi= - Vertical component of active lateral soil pressure IS Moto Grouting NOT considered in the calculation of soil bearing ShortoduTr Ratio n' _ Short Term Factor = - Load Factors Equiv.Solid Thick. = - Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Dead Load 1.400 Masonry Design Method = ASD Live Load 1.700 Concrete Data Pc psi= 2,500.0 Earth,H 1.700 FY psi= 60,000.0 Wind,W 1.000 Seismic,E 1.000 y-1 .. !Use menu item Settings>Printing&Title Block Title Medallion Meadows Lot 18 to set these five lines of information Page: for your program. Job# 1 o-127 Dsgnr: MCL Date: 23 APR 2015 Description.... 6'Cantilevered Retaining Wall _ This Wall in File:e:\Lyver Engineering\15-121.Mark Stewart.Medallion Meadows Lot 18\RetainPro115-12 RetainPro(c)1987-2015, Build 11.15.4.02 - License:KW-06060960 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Lowell Engineering and Design LFooting Dimensions&Strengths J I Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = 2.00 Factored Pressure = 1,961 698 psf Total Footing Width = 3.50 Mu':Upward = 2,004 763 ft-# Footing Thickness = 12.00 in Mu':Downward = 428 1,008 ft4 Key Width = 0.00 in Mu: Design = 1,576 245 ft-# Key Width = 0.00 in Actual 1-Way Shear = 11.16 2.29 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacin s Cover c, Top 2.00 @ Btm= 3.00 in 9 Toe: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9C 46 Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Summary of Overturning&Resisting Forces&Moments ... OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 784.0 2.33 1,828.3 Soil Over Heel = 880.0 2.83 Surcharge over Heel = 2,493.3 Sloped Soil =Over Heel Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load - Added Lateral Load = Axial Dead Load on Stem= 445.0 Load @ Stem Above Soil= 1.83 815.8 *Axial Live Load on Stem = 555.0 1.83 1,017.5 Soil Over Toe = Surcharge Over Toe = Total 784.0 O.T.M. 1,829.3 Stem Weight(s) = 650.0 1.83 1,191.7 Earth©Stem Transitions= Footing Weight = 525.0 1.75 918.8 Resisting/Overtuming Ratio = 2.96 Key Weight = Vertical Loads used for Soil Pressure= 3,205.0 lbs Vert.Component = Total= 2,500.0 lbs R.M.= 5,419.6 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. L Tilt I Horizontal Deflection at TOD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi©Top of Wall(approximate only) 0.070 in • The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. '-1-2 /Use menu Item Settings>Printing&Title Block Title Medallion Meadows Lot 18 Page: to set these five lines of information Job# 15-121 Dsgnr. MCL Date: 23 APR 2015 - for your program. Description.... 8'Cantilevered Retaining Wall This Wall in File:e:kLyver Engineering\15-121.Mark Stewart.Medallion Meadows Lot 18\RetainPro\15-12 Lnsero KW 1967-2015, Build 11.15402 License: Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Lowell Engineering and Design "Criteria I Soil Data a.,.,,.,.,, .a- Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method In. 111 Slope Behind Wall = 0,00:1 Heel Active Pressure = 32.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf "0°W' Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in , Surcharge Loads r9 0 LLateral Load Applied to Stem III Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 100.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem II has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 445.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 555.0 lbs (Strength Level) Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary I [Stem Construction I 2nd Bottom Wall Stability Ratios Design Height Above Fte ft= Stem OK Stem 3.33 0.0OK 0 00 Overturning = 2.49 OK • Wall Material Above"Ht" = Concrete Concrete • Slab Resists All Sliding I Design Method = LRFD LRFD Thickness = 8.00 8.00 Total Bearing Load = 3,948 lbs Rebar Size = # 5 ft 5 ...resultant ecc. - 3.85 in Rebar Spacing = 16.00 8.00 • Soil Pressure Toe = 1,233 psf OK Rebar Placed at = Center Center Design DataSoil Pressure @ Heel = 522 psf OK Allowable = 1,500 psf fb/FB+fa/Fa = 0.237 0.643 Soil Pressure Less Than Allowable Total Force Section ACI Factored s Toe = 1,779 psf Service Level lbs= ACI Factored @ Heel = 752 psf Strength Leve lbs= 593.2 1,740.8 Footing Shear @ Toe = 21.0 psi OK Moment...Actual Footing Shear @ Heel = 6.3 psi OK Service Level ft-#= Allowable = 75.0 psi Strength Leve ft-#= 923.4 4,642.1 Sliding Calks Moment.....Allowable ft-#= 3,898.0 7,221.8 Lateral Sliding Force = 1,296.0 lbs Shear Actual Service Level psi= Strength Leve psi= 12.4 36.3 Shear Allowable psi= 75.0 75.0 Wall Weight psf= 100.0 100.0 Rebar Depth 'd' in= 4.00 4.00 Masonry Data fm psi= Fs psi= SVertical component of active lateral soil pressure IS Molal Grouting NOT considered in the calculation of soil bearing Shot Termr Factor = Short Term - . Load Factors Equiv.Solid Thick. = . Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Dead Load 1.400 Masonry Design Method = ASD Live Load 1.700 Concrete Data Earth,H 1.700 f'c Psi= 2,500.0 2,500.0 Wind,W 1.000 Fy psi 60,000.0 60,000.0 Seismic,E 1.000 �I-3 IUse menu Item Settings>Printing&Title Block Title Medallion Meadows Lot 18 to set these five lines of information Job# 15-121 Ds MCL Page: nr: • for your program. g Date: 23 APR 2015 Description.... 8'Cantilevered Retaining Wall . This Wall in File:e:\Lyver Engineering115-121.Mark Stewart.Medallion Meadows Lot 18tRetainPro115-12 RetainPro(c)1987-2015, Build 11.15.4.02 - License:KW-06050950 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Lowell Engineering and Design Footing Dimensions&Strengths 1 L Footing Design Results Toe Width = 2.50 ft Toe Heel Heel Width = 2.00 Factored Pressure = 1,779 752 psf Total Footing Width = 4.50 Mu':Upward = 4,964 759 ft-# Footing Thickness = 12.00 in Mu':Downward = 1,188 1,282 ft-# Mu: Design = 3,777 523 ft-# Key Width = 0.00 in Key Depth = 000 in Actual 1-Way Shear = 20.98 6.29 psi Key Distafrom Toe = 0.00 Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 n 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min,As% = 0.0018 Cover @ Top 2.00 @ Btm= 3.00 in Other Acceptable Sizes&Spacings Toe: #4 r 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8©36.57 in,#9©46 Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined [Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft Heel Active Pressure = 1,296.0 3.00 3,888.0 Soil Over Heel ft Surcharge over Heel = = 1,173.3 3.83 4,497.8 Surcharge Over Toe = Sloped Soil Over Heel = Adjacent Footing Load = SurchargecnOver Heel = Adjacen Added Lateral Load = At Footing Load = Load @Stem Above Soil= Axial Dead Load on Stem= 445.0 2.83 1,260.8 *Axial Live Load on Stem = 555.0 2.83 1,572.5 Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 850.0 2.83 2,408.3 Total 1,296.0 O.T.M. 3,888.0 = Earth @ Stem Transitions= Footing Weight = 675.0 2.25 1,518.8 Resistinglovertuming Ratio = 2.49 Key Weight = Vertical Loads used for Soil Pressure= 3,948.3 lbs Vert.Component = Total= 3,143.3 lbs R.M.= 9,685.7 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I,Tilt Horizontal Deflection at TOD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall(approximate only) 0.065 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toes :. because the wall would then tend to rotate into the retained soil. LI-u 4 „Also menu item Settings>Printing&Title Block Title Medallion Meadows Lot 18 Page: - to set these five lines of information Job# 15-121 Dsgnr. MCL Date: 23 APR 2015 . for your program. Description.... 10'Cantilevered Retaining Wall This Wall in File:e:ILyver Engineering115-121.Mark Stewart.Medallion Meadows Lot 181RetainPro115-12 RetslnPro(c)1987-2015, Build 11.15.4.02 License:KW.060609so Cantilevered Retaining Wall Design Code:IBC 2012,ACI 318-11,ACI 530-11 License To:Lowell Engineering and Design Criteria 1 [Soil Data I - Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 32.0 psf/ft Slope Behind Wall = 000: 1 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Y06.ppM Soil Density,Toe = 0.00 pcf 1 '1 j FootingpSoil Friction = 0.400 .. "Wifillinfalll Soil height to ignore for passive pressure = 12.00 in Y,W..,., l Surcharge Loads Lateral Load i I Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 100.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load ` has been increased 100 Wall to Ftg CL Dist = Lo ft [Axial Load Applied to Stem i by a factor of Footing Type Line Load Axial Dead Load = 445.0 lbs Wind on Base Above/Below Soil Axial Live Load = 555.0 lbs ELStem= 0.0 psf at Back of Wal! = 0.0 ft Axial Load Eccentricity = 0,0 in (Strength Level) Poisson's Ratio = 0.300 Design Summary I [Stem Construction I 2nd Bottom Wall Stability Ratios Design Height Above Stem OK Stem OK Overturning = 2.23 OK "Ftg ft= 3.33 0.00 Slab Resists All Sliding! Wall Material Above Ht" = Concrete Concrete Design Method = LRFD LRFD Thickness Total Bearing Load = 4,942 lbs Reber ize = 8.00 8.05 ...resultant ecc. = 5.69 in = # 5 # 5 Rebar Spacing = 16.00 8.00 Soil Pressure ra Toe = 1,364 psf OK Rebar Placed at = Edge Edge Design Data Soil Pressure`+ Heel = 433 psf OK Allowable = 1,500 psf ft�/FB+fa/Fa = 0.436 0.768 Soil Pressure Less Than Allowable Total Force Section ACI Factored @ Toe = 1,955 psf Service Level lbs= ACI Factored @ Heel = 621 psf Strength Leve lbs= 1,210.1 2,720.0 Footing Shear cp Toe = 31.6 psi OK Moment...Actuaf Footing Shear @ Heel = 13.0 psi OK Service Level ft = Allowable = Strength Leve ft-#= 2,690.5 9,066.7 75.0 psi Sliding Calcs Moment.....Allowable ft-ft= 6,186.6 11,799.2 Lateral Sliding Force = 1,936.0 lbs Shear Actual Service Level psi= Strength Leve psi= 16.3 36.6 Shear.....Allowable psi= 75.0 75.0 Wall Weight psf= 100.0 100.0 Rebar Depth 'd' in= 6.19 6.19 Masonry Data fm psi= Fs psi= •. Vertical component of active lateral soil pressure IS Mold Grouting = NOT considered in the calculation of soil bearing Short odulTr Ration' = Term Factor . Load Factors Equiv.Solid Thick. = . Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Dead Load 1.400 Masonry Design Method = ASD Live Load 1.700 Concrete Data Earth,H 1.700 Pc psi= 2,500.0 2,500.0 Wind,W 1.000 Fy psi= 60,000.0 60,000.0 Seismic,E 1.000 L}-6- Use menu item Settings>Printing&Title Block Title Medallion Meadows Lot 18 Page: - to set these five lines of information Job# 15-121 Dsgnr. MCL Date: 23 APR 2015 • for your program. Description.... 10'Cantilevered Retaining Wall This Wall in File:a:\Lyver Engineering115-121.Mark Stewart.Medallion Meadows Lot 181RetainPro115-12 R e sseW-roK( 1887-2015, Build 11.15402 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Lowell Engineering and Design Footing Dimensions&Strengths IIFootingDesign Results Toe Width = 3.25 ftH eel Heel Width = 2.25 Factored Pressure = 1,955 621psf Total Footing Width = 5.50 Mu':Upward = 8,938 939 ft-ft Footing Thickness = 12.00 in Mu':Downward = 2,007 2,194 ft-it KeyMu: Design = 6,931 1,254 ft-# KeWiWidth th = 0.00 in Actual 1-Way Shear = 31.57 13.01 psi Y p 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 ., 16.00 in t'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 n Rm.= 3.00 in Toe: #4@ 9.26 in,#5,?..j 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8?-i 36.57 in,#9@ 46 Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined _Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,936.0 3.67 7,098.7 Soil Over Heel = 1,741.7 4.71 8,200.3 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 445.0 3.58 1,594.6 Load @ Stem Above Soil= *Axial Live Load on Stem = 555.0 3.58 1,988.8 Soil Over Toe = Surcharge Over Toe = Total 1,936.0 O.T.M. 7,098.7 Stem Weight(s) = 1,050,0 3.58 3,762.5 = Earth @ Stem Transitions= Footing Weighl = 825.0 2.75 2,268.8 Resisting/Overtuming Ratio = 2.23 Key Weight Vertical Loads used for Soil Pressure= 4,941.7 lbs Vert.Component = Total= 4,061.7 lbs R.M.= 15,826.2 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. TiltIl Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 poi Horizontal Defi @ Top of Wall(approximate only) 0.072 in • The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 1_t_t.